alto maipo hydroelectric project basic engineering...coming from both yeso and colorado rivers reach...
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ALTO MAIPO HYDROELECTRIC PROJECT
BASIC ENGINEERING
CONTRACT AM-CO304
LOAD REJECTION EFFECT IN ALFALFAL II AND LAS LAJAS
POWER PLANTS IN YESO, COLORADO, AND MAIPO RIVERS
B
29-10-08
Aprobación y Comentario
A. Ugarte
H. Mery
E. Woolvett R/.
A.eLynnegwiatz Bn r
Bn
P.Alvarado
A 23-10-08 Coordinación Interna A. Ugarte H. Mery E. Woolvett R/.
A.eLynnegwiatz r
Coordinador D. Proyecto D. J. Proyecto AES
EMISION FECHA PROPOSITO DE LA EMISION PREPARA REVISO General Adjunto GENER APROBO APROBO APROBO
CONSULTANTS
REVISION
B
Nº: 000-HI-INF-011
000-HI-INF-011 i
INDEX
ITEM CONTENT PAG.
1. INTRODUCTION ............................................................................................................1 2. ALTO MAIPO FLUVIOMETRIC NETWORK CHARACTERISTICS.................................1 3. EFFECTS IN WATER COURSES OF ALTO MAIPO FLUVIOMETRIC NETWORK ........ 6 3.1 Generalities ..................................................................................................................6 3.2 Analysis Methodology....................................................................................................6 3.3 Total load rejection in Alfalfal II power plant ................................................................ 7 3.4 Total load rejection in Las Lajas power plant................................................................ 9 3.5 Load rejection in either power plant - "Blackout". ....................................................... 13 4. CONCLUSIONS .......................................................................................................... 20
Annexes
Annex 1:
Annex 2:
Annex 3:
Annex 4:
Annex 5:
Annex 6:
Time-Height diagrams in sections of Yeso river - Load rejection in Alfalfal II
Time-Height diagrams in sections of Colorado river - Load rejection in Las Lajas
Time-Height diagrams in sections of Yeso river - Black Out
Time-Height diagrams in sections of Colorado river - Black Out
Time-Height diagrams in sections of Maipo river Section 1- Black Out
Time-Height diagrams in sections of Maipo river Section 2 Black Out - Case 1
QLL = 65 m3/s
Annex 7: Time-Height diagrams in sections of Maipo river Section 2 Black Out - Case 2
QLL Variable
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1. INTRODUCTION
Load rejection takes place while the power plant is in operation. These
automatic operations are triggered by internal and/or external faults:
• Internal. They are related to internal technical problems in the power
plant. As a consequence, turbines are forced to shut down. They can be
triggered by an internal electrical fault of the units or an external high voltage
fault.
• External. Blackout.
These events are rare. According to data provided by Alfalfal power plant, the
annual average of flow alteration in the discharge area of the power plant would reach 4.9
hours (1,25 hours/event; 4 events per year), 1 annual fault (Blackout, transmission system,
and internal fault), and 3 average annual faults due to partial blackout.
Given that there is no water refrigeration system in both Alfalfal II and Las
Lajas power plants, which is the problem in Alfalfal power plant, this is an aspect of no
major concern.
2. ALTO MAIPO FLUVIOMETRIC NETWORK CHARACTERISTICS
The general design of the building works of Alto Maipo project (Figure 1) shows the
location of both power plants in relation to the water courses of the basin. The Alto Maipo
hydrographic network (Figure 2) is composed of a series of steep waterways, and
dispersed thick granulometry, highly corrugated. The average runoff speed is 2 m/s in
summer and above 3.5 m/s for water overflow courses.
This report presents the load rejection effect results of the power plants in the
waterways of Alto Maipo basin: Colorado River, Yeso river, and Maipo river (Figure 1).
Figures 1 to 4 show steep waterways, beds, and thick granulometry.
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Figure 1. General design of the building works of Alto Maipo project
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Figure 2. Fluviometric network design of Maipo river upper basin
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Picture 1. The beginning of the study area of Colorado river.
Picture 2. Mid-section of the study area of Colorado river
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Picture 3. The beginning of the study area of Yeso river
Picture 4. Mid-section of the study area of Yeso river
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3.
3.1
000-HI-INF-011 6
EFFECTS IN WATER COURSES OF ALTO MAIPO FLUVIOMETRIC
NETWORK
Generalities
During load rejections in Alfalfal II power plant, there was a discharge in Yeso river of the
water flow generated in the power plant (Point 7, figure 2).
The same situation occurs in Colorado river (Point 9, figure 2) during load rejection in Las
Lajas power plant. Those conditions generate positive waves in the waterways, increasing
the water flow downstream the discharge zone with a higher runoff speed than the average
in permanent regime.
Besides, in the discharge zone of Las Lajas power plant in Maipo river
there would be a decrease in the river water flow that would last until the flood waves
coming from both Yeso and Colorado rivers reach the discharge zone restoring the river
regime.
The results of the waves tracing study in Yeso river, Colorado river, and
Maipo river as a consequence of load rejection in Alfalfal II and Las Lajas power plants as
follows:
• Load rejection in Alfalfal II power plant. The power plant would be out of
service indefinitely. It would be an unfavorable condition for Yeso river
waterway because of the discharged water flow reaches its maximum level.
• Load rejection in Las Lajas power plant. The power plant would be out of
service indefinitely. It would be an unfavorable condition for Colorado river
waterway because of the discharged water flow reaches its maximum level.
• Blackout. It would be a Central Interconnected Grid blackout. All power
plants out of service.
3 .2 Analysis Methodology
The study of load rejection in the waterways of Yeso river, Colorado river, and Maipo
river was conducted using HEC-RAS software. This software allows the modeling of
transitory runoff in natural waterways.
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To define geometric characteristics of the waterways it was used the
topographic survey—through an airborne laser system—conducted by Gener, the survey of
the National Commission on Irrigation (CNR) at a scale of 1: 10.000 (Maipo Project), and
specific topobathymetric surveys for this project.
Transverse profiles were selected every 250m in the waterways. For
calculation purposes, it was used a section interpolation every 5m between profiles from the
topographic survey.
In Yeso river, the section is located between the intake weir of the water intake and the
confluence with Maipo river.
To model Colorado river, it was considered the section between the water
intake of Maitenes power plant and the confluence with Maipo river. The discharge of the
intake weir of Colorado’s forebay is located approximately in km 0.715 of the modeled section.
Finally, in Maipo river the section is located between the confluence of Yeso
river and the discharge of Las Lajas power plant.
In Yeso river, the Manning’s roughness coefficient used in the main waterway
was equal to 0.045 and for floodplains n= 0.058. In any case, the simulated water flows did
not exceed the level of the main waterway.
In Colorado river, values were n = 0.043 in the main waterway and n = 0.058
for floodplains.
In Maipo river, values were n = 0.042 in the main waterway and n = 0.055 for
floodplains.
3 .3 Total load rejection in Alfalfal II power plant
It is based on the assumption that prior to load rejection the power plant is
operating at full power with a water flow of 27 m3/s, which after being used are
discharged in the headrace of Las Lajas power plant. Nevertheless, during a load
rejection in Alfalfal II power plant, Las Lajas power plant can remain fully operational
approximately 3 hours using the water kept in the forebay whose storage capacity
amounts to 300.000 m3. This power plant could generate 38 m3/s during 3 hours, with a
water flow 65 m3/s in the discharge of Maipo river through controlled release of Las Lajas
power plant discharge tunnel.
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As a result of load rejection, the water flow of Alfalfal II power plant would be
gradually fed into Yeso river through intake weir after normalizing the transitory regime of the
power plant. Figure 3. Discharge hydrograph of Yeso river.
Discharged water flow in Yeso river
30
25
20
15
10
5
0
Total load rejection
0 5000 10000 15000 20000
T (s)
The transitory regime was calculated based on the assumption that the base
water flow is 4.0 m3/s in the waterway.
The results are shown in Table 1. It shows the wave height and the different
sections of the waterway where runoff occurs. They are located between the intake weir and
the confluence with Maipo river. Maximum levels did not exceed 0.55m with the exception of
the discharge zone where it reached 0.83m.
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Wa
terf
low
(m
3/s
)
000-HI-INF-011 9
Table 1. Wave height Yeso river
Height Max Wave Ascent Base Wave
Km Q base Wave Height max ∆t Rate Case Waterflw Height Start time Time
(m) (m3/s) (m) (m) (min) (min) (min) (cm/min) 1 0 4 0,55 0,66 0 0 0 - 1 10 4 0,53 0,83 3 81 78 1.06 1 3500 4 0,34 0,39 23 94 71 0.55 1 8500 4 0,40 0,39 55 111 56 0.70 1 13500 4 0,37 0,45 80 128 48 0.94 1 18500 4 0,20 0,54 110 141 31 1.74 1 23200 4 0,17 0,41 140 166 26 1.58
Besides, annex 1 presents height-time diagrams in order to visualize the
wave evolution in time, in specific sections of the waterway. These diagrams show the
water levels that correspond to the permanent regime for Q = 28 m3/s and Q = 80 m3/s, the
latter being the water flow design of the intake weir of Yeso river reservoir. It clearly indicates
that the elevations of the water level and the waves in all sections are significantly inferior to
the water levels of the intake weir of the reservoir.
According to these results, the wave reaches the confluence with Maipo river in 140 minutes
i.e. a translation speed of 9.9 km/h or 2.8 m/s.
There is a moderate wave height increase in the waterway, and the ascent rate of the water
level is considerably slow, less than 2 cm/min.
3 .4 Total load rejection in Las Lajas power plant
In Las Lajas power plant it has been modeled the effect in the waterway of Colorado
river with the power plant operating at full power with a water flow of 65 m3/s. To
determine the discharged water flow it has been considered the regulatory capacity of
the forebay whose storage capacity amounts to 300.000 m3. See hydrograph in figure 4.
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Figure 4. Discharge hydrograph in Colorado river
The results are shown in Table 2. It shows the wave height and the different
sections of the waterway where runoff occurs. They are located between the intake weir and
the confluence with Maipo river.
In Colorado river, the highest levels are located in km 20 reaching a maximum
level of 0.89m above the base water flow.
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Table 2. Wave height Colorado river
Wave
Case
2 2
2
2
2
2
Point
Water intake
Maitenes Intake weir
Km
(m)
0
710
1350
5000 10000
15000
Base
waterflw (m3/s)
16 16
16 16
16
16
Height Q Base
(m)
0,47 0,55
0,42
0,29
0,65
0,48
Max wave height
(m)
0.00 0.60
0.42
0.46
0.58
0.76
Wave start time
(min)
0 4
8
32
60
89
height max time
(min)
0
39
42 61
80 103
∆t
(min)
0
35
34
29
20
14
Ascent rate
(cm/min)
-
1.71
1.24
1.59
2.90
5.43
2
2
2
Water intake 17200 Maurino
20000
Water intake 20195 Manzano
16
16
16
0,73
0,91
0,60
0.77
0.89
0.80
100
114
115
110
122
123
10
88
7.70
11.12
10.00
Besides, annex 2 presents height-time diagrams in order to visualize the
wave evolution in time, in specific sections of the waterway. These diagrams show water
levels that correspond to the permanent regime for summer water flows from 2 to 5 years of
return period that corresponds to overflows of nival origin. The calculations clearly indicate
that the wave heights are inferior to water flow levels of T= 2 years in all sections i.e. the
total load rejection effect is significantly inferior to the usual load rejection effect of the
waterway in summer.
According to these results, the wave reaches the confluence with Maipo river in 140 minutes
i.e. a translation speed of 11.5 km/h or 3.2 m/s.
The discharge tunnel has been designed with gates before feeding the waters
into Maipo river, which allows regulating the water volume in order to ensure the natural
regime of Maipo river downstream the discharge work. See figure 5.
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Figure 5. Discharge hydrograph of Las Lajas power plant to Maipo river with and
without regulation
Finally, in Colorado river the speed increase variations of the wave height in
the waterway are moderate not exceeding 11.12cm/min. See table 2.
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3 .5 Load rejection in either power plants - "Blackout"
3 .5 .1 Definition
A total and/or partial Central Interconnected Grid (SIC) blackout. All Maipo power plants out of
service until power restoration processes are done systematically in the metropolitan area.
Currently, Maipo power plants are considered important components of this
process, since they feed power into the main power consumption centers without SIC being
fully operational. The estimated restoration time is approximately 15 minutes for Qultehues
power plant and 30 minutes for Alfalfal power plant. Fully operational time per generating unit
is approximately 15 minutes, which is related to system load restoration.
Hence, in Alto Maipo power restoration after a blackout—using the water in
the forebay of Las Lajas power plant until full operation of Alfalfal II y Alfalfal I—would be as
follows:
• Las Lajas power plant:
Synchronization Unit 1 Las Lajas:
Synchronization Unit 2 Las Lajas:
Las Lajas fully operational:
Synchronization Unit 1 Alfalfal II:
Synchronization Unit 2 Alfalfal II:
Alfalfal II fully operational:
Tº + 30 minutes Tº
+ 45 minutes Tº +
60 minutes
Tº + 60 minutes Tº
+ 75 minutes
Tº + 90 minutes
Under these circumstances, the discharge tunnel should provide a volume of
49 m3/s during 60 minutes, which amounts to 176.000 m3. It represents approximately 60% of
the available discharge tunnel capacity.
Thus, during a blackout (t =0) power generation from water flows is as follows:
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Table 3. Waterflows during a BlackOut
t (min)
-0 0
30 45 60 75
90 + 90
Q Las lajas (m3/s) 65,0
0 0
32,5 65,0 65,0
65,0
65,0
Q Alfalfal II (m3/s) 27,0
0 0 0 0
13,5
27,0
27,0
Therefore, discharged water flows into Yeso river and Colorado river as
follows:
Figure 6
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Figure 7
Regarding the discharge tunnel of Las Lajas power plant:
• Case 1: Constant water flow of 65 m3/s, considering a regulated
operation through the gates of the discharge tunnel.
• Case 2: Unregulated discharge.
See hydrograph in figure 8.
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Figure 8
3 .5 .2 Baseline situation in permanent regime
To model Alto Maipo fluviometric network it has been considered an initial
permanent regime with water flows that correspond to an average summer season i.e. from December to February.
Table 4. Waterflows in permanent regime
Q Point
(m3/s)
Volcano in Queltehues
Yeso outlet
Colorado in Maitenes water intake
Colorado bfr confluence with Maipo
Maipo bfr confluence with El Yeso
Maipo in San Alfonso
Maipo in El Manzano
Maipo downstream Las Lajas discharge
16
4
16
19
71
121
140
205
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3 .5 .3 Results
Considering previous data, wave tracing studies were conducted in
waterways of Maipo basin. Results as follows:
• Yeso river between the reservoir and the
confluence with Maipo river.
Regarding this waterway, results are presented in table 3 and annex 3.
Table 3. Wave height Yeso river
Height Max Wave Ascent Base Wave
Km Q base Wave Height max ∆t Rate Case Waterflw Height start time Time (m) (m3/s) (m) (m) (min) (min) (min) (cm/min) B-O 0 4 0,55 0.63 0 0 0 - B-O 10 4 0,53 0.80 2 67 65 1.23 B-O 3500 4 0,34 0.37 29 81 52 0.71 B-O 8500 4 0,40 0.37 57 99 42 0.88 B-O 13500 4 0,37 0.44 82 117 35 1.26 B-O 18500 4 0,20 0.53 112 136 24 2.21 B-O 23200 4 0,17 0.39 141 157 16 2.44
• Colorado river between Maitenes water intake and the confluence
with Maipo river
Results are presented in table 4 and annex 4.
Table 4. Wave height Colorado river
Wave
Case
B-O B-O
B-O
B-O
B-O
B-O
Point
Water intake Maitenes Intake weir
Km
(m)
0
710
1350
5000 10000
15000
Base
waterflw (m3/s)
16 16
16
16
19
19
Height Q
base
(m)
0.47 0.56
0.42
0.29
0.70
0.53
Max wave height
(m)
0
0.49
0.32
0.31
0.29
0.33
Wave start time
(min)
0 0
8
26
51
79
height max time
(min)
0 9
11
29
56
85
∆t
(min)
0 9
3
3
5
6
Ascent rate
(cm/min)
-
5.44
10.67
10.33
5.80
5.50
B-O
B-O
B-O
Water intake 17200 Maurino
20000
Water intake 20195 Manzano
19
19
19
0.79
0.99
0.66
0.32
0.33
0.33
90
105
106
97
113
114
7
8
8
4.57
4.12
4.12
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• Maipo river section 1, between El Yeso and San
Alfonso
Maipo river section 1, modeling in transitory regime.
See Table 5 and annex 5. Table 5. Wave height Maipo river Section 1: Yeso - San Alfonso
Wave
Ca se Point Km*
(m)
Base waterflw (m3/s)
Height Q
Base
(m)
Max Wave
Height
(m)
Wave start
time
(min)
height max
time (min)
∆t
(min)
Ascent rate
(cm/min)
B-O Downstream Yeso 595 75 1.13 0.2 141 160 19 - B-O 3145 75 2.09 0.19 151 174 23 0. 83 B-O 3495 121 2.35 0.16 154 176 22 0. 73 B-O 8145 121 1.70 0.12 171 199 28 0. 43
B-O Maipo San Alfonso 10602 121 2.37 0.16 180 206 26 0. 62
B-O 13145 121 1.92 0.14 189 216 27 0. 52
B-O End section 1 16262 121 2.09 0.13 201 229 28 0. 46
*: Km 0 corresponds to a point located 494 m upstream the confluence with Yeso river.
• Maipo river section 2, between San Alfonso and Las Lajas power plant
discharge.
As to Maipo river section 2, the waterway has been modeled down to an area
located 890m downstream the discharge of Las Lajas power plant and upstream the water
intake of La Sirena canal.
Regarding modeling, two extreme potential cases were estimated. On the
one hand, the best-case scenario during a blackout in which a regulated discharge tunnel
feeds into Maipo river 65 m3/s; On the other hand, the worst-case scenario considering a
discharge tunnel without regulation in which the discharge into Maipo river is gravitational
because of inoperative gates located at the end of the tunnel. See tables 6 and 7 and the
figures in annexes 6 and 7.
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Table 6. Wave height Maipo river
Section 2: San Alfonso - Las Lajas discharge
Ca se
B-O
B-O
B-O
Point
Start section
Km* (m)
16560 20000
25000
Base
waterflw
(m3/s) 121 121
121
Height Q
Base (m) 1. 49 0. 74
1. 60
Max Wave Height (m) 0. 11 0. 09
0. 11
Wave Start Time (min) 202 217
240
Wave Height max
Time (min) 229 249
278
∆t
(min) 27 32
38
Ascent
Rate (cm/min)
- 0. 28
0. 29
B-O Upstream Colorado 31000 121 1. 50 0. 12 261 310 49 0. 24
B-O Upstream Colorado 32000 140 1. 72 0. 18 275 314 39 0. 46
B-O Upstream T.D.L.L 37000 140 1. 03 0. 07 297 337 40 0. 18
B-O Upstream T.D.L.L 38145 205 1. 91 0. 12 305 342 37 0. 32
*: Km 0 corresponds to a point located 494 m upstream the confluence with Yeso river.
Figure 9 shows the hydrographs regarding the final area of the modeled
section considering the regulated and the unregulated discharge of Las Lajas power plant
through the gates of the discharge tunnel into Maipo river.
Figure 9
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4. CONCLUSIONS
According to the study, there are almost no wave height variations in all
waterways that were analyzed, which is in stark contrast with water flows variations
because of waterways with steep slopes. Colorado river presents a 2% slope; Maipo river
and Yeso river present 2% and 6% slopes respectively. As to Yeso river, the load rejection effects are remarkably inferior
considering the overflow of El Yeso reservoir whose intake weir is designed with a water
flow of 80 m3/s, which is significantly higher than the 27 m3/s that would be feed, in a
regulated fashion, into the waterway during Alfalfal II power plant shutdown. In this case, the
wave height is inferior to 0.55m during load rejection in Alfalfal II power plant operating at
maximum water flow. Colorado river presents a similar situation during a load rejection of Las Lajas
power plant. In the worst-case scenario, the wave height generated by load rejection at
maximum water flow causes an EH increase of 0.89m in almost all the waterway.
Considering a simultaneous blackout of both power plants, Yeso river as well
as Colorado river would present lower wave heights than the previous calculations for
individual load rejections in both power plants. In Maipo river the wave heights of the
hydraulic axis are even lower than the estimations for both Yeso and Colorado rivers
because of the larger size of that waterway.
Considering blackout results, wave height maximum times are as follows:
1) Wave rejection in Yeso river
a1) Up to the confluence with Maipo river: ~ 140 minutes = 2.3 hours
a2) Up to the Maipo river section located downstream the discharge tunnel of
Las Lajas power plant: ~ 300 minutes = 5.0 hours
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2) Wave rejection in Colorado river
a1) Up to the confluence with Maipo river: ~ 135 minutes = 2.3 hours
a2) Up to Maipo river section located 890 m downstream the discharge
tunnel of Las Lajas power plant: ~ 150 minutes = 2.5 hours
It should be noted that in all the analysis cases the ascent rate of the water
level at the wave front is low, imperceptible in Maipo river.
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ANNEXES
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ANNEX 1
TIME-HEIGHT DIAGRAMS IN SECTIONS OF YESO RIVER – LOAD
REJECTION IN ALFALFAL II
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YESO RIVER – TOTAL LOAD REJECTION WITH POWER PLANT GENERATING 27 m3/s
WAVE HEIGHT IN CATCHMENT AREA EL YESO KM 0,010
(BASE WATERFLOW 4,0 m3/s)
2,5
2,0
1,5 1,0
0,5
0,0
0 50 100 150 200 250 300 350
TIME (MINUTES)
HEIGHT HEIGHT Q=28 m3/s HEIGHT Q=80 m3/s
1,4
1,2
1,0
0,8
0,6
0,4
0,2
0,0
WAVE HEIGHT IN SECTION KM 8,500 (BASE WATERFLOW 4,0 m3/s)
0 50 100 150 200 250 300 350
TIME (MINUTES)
HEIGHT HEIGHT Q=28 m3/s HEIGHT Q=80 m3/s
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HE
IGH
T (
m)
H
EIG
HT
(m
)
000-HI-INF-011 25
WAVE HEIGHT IN SECTION KM 18,500 (BASE WATERFLOW 4,0 m3/s)
1,2
1,0
0,8
0,6
0,4
0,2
0,0
0 50 100 150 200 250 300 350
TIME (MINUTES)
HEIGHT HEIGHT Q=28 m3/s HEIGHT Q=80 m3/s
1,2
1,0
0,8
0,6
0,4
0,2
0,0
WAVE HEIGHT IN SECTION BEFORE MAIPO RIVER OUTLET
KM 23,2 (BASE WATERFLOW 4,0 m3/s)
0 50 100 150 200 250 300 350
TIME (MINUTES)
HEIGHT HEIGHT Q=28 m3/s HEIGHT Q=80 m3/s
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HE
IGH
T (
m)
H
EIG
HT
(m
)
000-HI-INF-011 26
ANNEX 2
TIME-HEIGHT DIAGRAMS IN SECTIONS OF COLORADO RIVER –
LOAD REJECTION IN LAS LAJAS
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000-HI-INF-011 27
1.8
1.6
1.4
1.2
1.0
0.8
0.6
0.4
0.2
0.0
WAVE HEIGHT IN FOREBAY AREA KM 0,715
(BASE WATERFLOW 16M3/S)
0 60 120 180 240 300 360
HEIGHT HEIGHT T=TIME (MINUTES) 2 YEARS HEIGHT T=5 YEARS
SUMMER
1.8
1.6
1.4
1.2
1.0
0.8
0.6
0.4
0.2
0.0
WAVE HEIGHT IN SECTION KM 5,000
(BASE WATERFLOW 16M3/S)
0 60 120 180 240 300 360
HEIGHT HEIGHT T=TIME (MINUTES) 2 YEARS HEIGHT T=5 YEARS SUMMER
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
2.5
2.0
1.5
1.0
0.5
0.0
WAVE HEIGHT IN SECTION KM 10,000
(BASE WATERFLOW 16 M3/S)
000-HI-INF-011 28
0 60 120 180 240 300 360
HEIGHT HEIGHT T=TIME (MINUTES) 2 YEARS HEIGHT T=5
YEARS SUMMER
3.0
2.5
2.0
1.5
1.0
0.5
0.0
WAVE HEIGHT IN SECTION CANAL MAURINO KM 17,200
(BASE WATERFLOW 16 M3/S)
0 60 120 1 80 24 0 30 0 360
HEIGHT HEIGHT T=TIME (MINUTES) 2 YEARS HEIGHT T=5 YEARS SUMMER
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 29
3.0
2.5
2.0
1.5
1.0
0.5
0.0
WAVE HEIGHT IN SECTION CANAL MANZANO KM 20,195
(BASE WATERFLOW 16 M3/S)
0 60 1 20 1 80 240 300 36 0
HEIGHT HEIGHT T=TIME (MINUTES) 2 YEARS HEIGHT T=5
YEARS SUMMER Figure 12
4.0 3.5 3.0 2.5 2.0 1.5 1.0 0.5 0.0
WAVE HEIGHT IN SECTION BEFORE MAIPO RIVER OUTLET
KM 23,911 (BASE WATERFLOW 16 M3/S)
0 60 1 20 180 240 3 00 360
HEIGHT HEIGHT T=TIME (MINUTES) 2 YEARS HEIGHT T=5
YEARS SUMMER
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 30
ANNEX 3
TIME-HEIGHT DIAGRAMS IN SECTIONS OF YESO RIVER –
BLACK OUT
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
000-HI-INF-011 31
2.5
2
1.5
1
0.5
0
WAVE HEIGHT IN SECTION KM 0,0 (BASE WATERFLOW 4,0 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT Q=28 M3/S HEIGHT Q=80 M3/S
2.5
2
1.5
1
0.5
0
WAVE HEIGHT IN CATCHMENT AREA EL YESO KM 0,010
(BASE WATERFLOW 4,0 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT Q=28 M3/S HEIGHT Q=80 M3/S
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 32
1.2
1
0.8
0.6
0.4
0.2
0
WAVE HEIGHT IN SECTION KM 3,500
(BASE WATERFLOW 4,0 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT Q=28 M3/S HEIGHT Q=80 M3/S
1.4 1.2
1
0.8 0.6 0.4 0.2
0
WAVE HEIGHT IN SECTION KM 8,500
(BASE WATERFLOW 4,0 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT Q=28 M3/S HEIGHT Q=80 M3/S
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 33
1.4 1.2
1
0.8 0.6 0.4 0.2
0
WAVE HEIGHT IN SECTION KM 13,500
(BASE WATERFLOW 4,0 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT Q=28 M3/S HEIGHT Q=80 M3/S
1.2
1
0.8
0.6
0.4
0.2
0
WAVE HEIGHT IN SECTION KM 18,500
(BASE WATERFLOW 4,0 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT Q=28 M3/S HEIGHT Q=80 M3/S
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 34
1.2
1
0.8
0.6
0.4
0.2
0
WAVE HEIGHT IN SECTION BEFORE MAIPO RIVER OUTLET
KM 23,2 (BASE WATERFLOW 4,0 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT Q=28 M3/S HEIGHT Q=80 M3/S
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
000-HI-INF-011 35
ANNEX 4
TIME-HEIGHT DIAGRAMS IN SECTIONS OF COLORADO RIVER
BLACK OUT
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
2.5
2
1.5
1
0.5
0
WAVE HEIGHT IN SECTION KM 0,0
(BASE WATERFLOW 16 TO 19
M3/S)
000-HI-INF-011 36
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT T=2 YEARS SUMMER HEIGHT T=5 YEARS SUMMER
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
WAVE HEIGHT IN FOREBAY AREA KM 1,350 (BASE WATERFLOW 16 TO 19 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT T=2 YEARS SUMMER HEIGHT T=5 YEARS SUMMER
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 37
2.5
2
1.5
1
0.5
0
WAVE HEIGHT IN SECTION KM 10,000 (BASE WATERFLOW 16 TO 19
M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT T=2 YEARS SUMMER HEIGHT T=5 YEARS SUMMER
3
2.5
2
1.5
1
0.5
0
WAVE HEIGHT IN SECTION KM 15,000 (BASE WATERFLOW 16 TO 19
M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT T=2 YEARS SUMMER HEIGHT T=5 YEARS SUMMER
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
3.5
3
2.5
2
1.5
1
0.5
0
WAVE HEIGHT IN SECTION KM 20,000 (BASE WATERFLOW 16 TO 19
M3/S)
000-HI-INF-011 38
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT T=2 YEARS SUMMER HEIGHT T=5 YEARS SUMMER
3
2.5
2
1.5
1
0.5
0
WAVE HEIGHT IN SECTION CANAL MANZANO KM 20,195 (BASE WATERFLOW 16 TO 19
M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT T=2 YEARS SUMMER HEIGHT T=5 YEARS SUMMER
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 39
4
3.5
3
2.5
2
1.5
1
0.5
0
WAVE HEIGHT IN SECTION BEFORE MAIPO RIVER OUTLET KM
23,911 (BASE WATERFLOW 16 TO 19 M3/S)
0 60 120 180 240 300 360
TIME (MINUTES)
HEIGHT HEIGHT T=2 YEARS SUMMER HEIGHT T=5 YEARS SUMMER
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
000-HI-INF-011 40
ANNEX 5
TIME-HEIGHT DIAGRAMS IN SECTIONS OF MAIPO RIVER SECTION 1-
BLACK OUT
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
2.5
2.45
2.4
2.35
2.3
WAVE HEIGHT IN SECTION KM 3,495
000-HI-INF-011 41
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
2.1
2.05
2
1.95
1.9
1.85
1.8
WAVE HEIGHT IN SECTION KM 13,145
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 42
WAVE HEIGHT IN SECTION KM 16,262
2.2
2.15
2.1
2.05
2
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
000-HI-INF-011 43
ANNEX 6
TIME-HEIGHT DIAGRAMS IN SECTIONS OF MAIPO RIVER SECTION 2
BLACK OUT - CASE 1 QLL = 65 m3/s
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
1.61 1.59 1.57 1.55 1.53 1.51 1.49 1.47 1.45
WAVE HEIGHT IN SECTION KM 16,56
000-HI-INF-011 44
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
0.84 0.82
0.8
0.78 0.76 0.74 0.72
0.7
WAVE HEIGHT IN SECTION KM 20,00
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
1.75
1.7
1.65
1.6
1.55
1.5
WAVE HEIGHT IN SECTION KM 25,00
000-HI-INF-011 45
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
1.65
1.6
1.55
1.5
1.45
1.4
WAVE HEIGHT IN SECTION KM 31,00 450 m upstream confluence Colorado river
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 46
1.12
1.1
1.08
1.06
1.04
1.02
1
WAVE HEIGHT IN SECTION KM 37,00
255 m upstream discharge tunnel Las Lajas
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
2.05
2
1.95
1.9
1.85
1.8
WAVE HEIGHT IN SECTION KM 38,145 890 m downstream discharge tunnel Las Lajas
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 47
ANNEX 7
TIME-HEIGHT DIAGRAMS IN SECTIONS OF MAIPO RIVER SECTION 2
BLACK OUT - CASE 2 QLL VARIABLE
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
1.65
1.6
1.55
1.5
1.45
1.4
WAVE HEIGHT IN SECTION KM 16,56
000-HI-INF-011 48
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
0.84 0.82
0.8
0.78 0.76 0.74 0.72
0.7
WAVE HEIGHT IN SECTION KM 20,00
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 49
1.75
1.7
1.65
1.6
1.55
1.5
WAVE HEIGHT IN SECTION KM 25,00
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
1.12
1.1
1.08
1.06
1.04
1.02
1
WAVE HEIGHT IN SECTION KM 37,00
255 m upstream discharge tunnel Las Lajas
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)
H
EIG
HT
(M
)
000-HI-INF-011 50
2.2
2
1.8
1.6 1.4
1.2
1
WAVE HEIGHT IN SECTION KM 38,145
890m downstream discharge tunnel
0 60 120 180 240 300 360 420 480
TIME (MINUTES)
Height Height Base Waterflow
Presidente Errázuriz 3943 Phone (562) 207 2622 FAX (562) 263 5152 Santiago CHILE
HE
IGH
T (
M)